COEFFICIENT OF DYNAMIC HORIZONTAL SUBGRADE REACTION OF PILE FOUNDATIONS ON PROBLEMATIC GROUND IN HOKKAIDO Hirofumi Fukushima 1

Size: px
Start display at page:

Download "COEFFICIENT OF DYNAMIC HORIZONTAL SUBGRADE REACTION OF PILE FOUNDATIONS ON PROBLEMATIC GROUND IN HOKKAIDO Hirofumi Fukushima 1"

Transcription

1 COEFFICIENT OF DYNAMIC HORIZONTAL SUBGRADE REACTION OF PILE FOUNDATIONS ON PROBLEMATIC GROUND IN HOKKAIDO Hirofumi Fukushima 1 Abstract In this study, static loading tests and dynamic shaking tests of pile foundations were conducted by using centrifuge models on problematic peaty ground, which is distributed widely in Hokkaido area of Japan. The test results were analyzed focusing on the coefficients of both static and dynamic horizontal subgrade reaction of the pile foundation, and the following findings were obtained. 1) The dynamic interaction characteristics between piles and grounds for the problematic peat are quite different from that for usual clay and sandy soils on the basis of the results of dynamic centrifuge model tests. ) The ratio (α) of the coefficient of dynamic horizontal subgrade reaction (K he ) and that of static horizontal subgrade reaction (K h ) for peat does not be coincident with the values specified in the Specifications for Highway Bridges in Japan. Introduction Regarding methods for estimating seismic performance of pile foundation as prescribed in the Specifications for Highway Bridges (Japan Road association, ), it is known that the influence of deformations of pile foundations during earthquakes may be obtained from linearly modeled springs, which normally represent subgrade resistance to the pile foundation. In this method, the coefficient of dynamic horizontal subgrade reaction (K he ) is ex-pressed as the product (K he =α K h ) of the coefficient of static horizontal subgrade reaction (K h ) and a correction factor (α), when the seismic intensity method or the ultimate lateral strength method during earth-quake is adopted. The correction factor is thus set in a relatively simplified manner at. for the seismic intensity method and 3. for the ultimate lat-eral strength method. Since that the pile system is performed as a typical soil-structure interaction problem during earthquake as shown in FIGURE 1, and its horizontal behavior is supposed to be more complicated comparing with that of the superstructure, however, it is hard to say that the current seismic design method, in which the dynamic subgrade reaction is considered to be uniformly distributed, could correctively reflect the practical dynamic behavior of the pile foundation. In this study, a series of static loading tests and dynamic shaking tests for pile foundations by using centrifuge models on problematic peaty ground was comprehensively programmed, and the dynamic performance of the pile foundation for different ground conditions was discussed. This paper introduces the detail of the test program, and consideration on the coefficient of dynamic horizontal subgrade reaction 1 Senior Research Engineer, Geotechnical Research Team, Civil Engineering Research Institute for Cold Region, PWRI

2 (K he ) for the problematic peaty ground, which is distributed widely in Hokkaido area of Japan, on the basis of the test results. FIGURE 1. DYNAMIC INTERACTION MODEL OF PILE FOUNDATION. Overview of the centrifuge model test In the centrifuge model test, a laminar container with inner dimensions of 7 mm x mm x 3 mm was used, and 1/ scaled models of the pile foundation were prepared for the test. Both the static and dynamic tests have been carried out at a G (G: gravitational acceleration, 9.1 m/s ) centrifugal acceleration level on the m diameter beam centrifuge at Civil Engineering Research Institute of Hokkaido. As shown in FIGURE, a single pilesuperstructure system was used in the model test. The model pile was prepared by specially finishing steel pipe, with mm in outer diameter,. mm in wall thickness and mm in length. 1 Strain gauges were installed inside the model pile for measuring the longitudinal bending during test. A prototype steel pipe pile with mm in outer diameter, mm in thickness and m in length was simulated in the test. In the model, the lower end of model pile was fixed to the bottom of the model container, and then filled with a gypsum layer with cm in thickness to form a fixed condition of the pile end. To simulate the weight of superstructure, a mass block of. kg was fixed to the upper side of the model pile. The equivalent mass in prototype scale was tons. The fact that nature frequency of the shaking table and model container system is far higher than that of the model ground and pilesuperstructure system was confirmed through a preliminary shaking test by input white noise with a frequency spectrum of 1 to Hz in prototype scale. The similarity rates of the model are shown in TABLE 1. clay and peat were used as model ground materials to verify the characteristics of subgrade reaction for different ground type. For the peaty ground, moisture content and preconsolidation surcharge loads were changed as the test conditions. TABLE shows the test cases and ground conditions. The model grounds were prepared

3 by compacting the model material layer by layer in a thickness of cm and a constant unit weight. Accelerometers for picking up input motion, response of the model ground and superstructure, were respectively installed in the positions as shown in FIGURE. Model pile M odel ground A ccelerometer Strain gauge A CC17 ACC A CC9 ACC A CC7 ACC A CC ACC3 Gypsum model base for fixing the pile end FIGURE. MODEL SETUP (unit: mm). P1 P P3 P P P A CC1 Dead weight for model superstructure ACC1 ACC1 ACC1 ACC13 ACC1 ACC1, 7 ACC11 ACC TABLE 1. SIMILARITY RATES. Item Notation Unit Scale Model Prototype Ground Surface ground H g1 m 1/λ.3 1. Thichness Base ground H g m 1/λ.. Embedding depth L m 1/λ Outer diameter D m 1/λ.. Pile Wall thickness t m 1/λ.. Modulus of elasticity E MPa 1.1x.1x Moment of inertia I m 1/λ 7.39x -11.x - Cross-sectional area A m 1/λ.17x x - Mass of superstructure M ton 1/λ 3.x -. Input acceleration level a G λ 1. Note: 1/λ=model/prototype=1/ TABLE. TEST CASE AND GROUND CONDITIONS. CASE1 CASE CASE3 CASE CASE Unit weight γ t (kn/m 3 ) Moisture content W (%) Pre-consolidation surcharge p (kn/m ) - Cone index p c (MN/m ) STATIC HORIZONTAL SUBGRADE REACTION Outline of the static horizontal loading test The static horizontal loading tests of piles for the respective ground conditions were carried out using displacement controlled method, in which horizontal load is applied to the head of model pile at a rate of.1 mm/min via a motor driven loading device. Pile

4 displacement was measured using a pair of laser type displacement transducers and the bending strains of the pile were measured from the strain gauges. The maximum displacement of model pile at ground surface was set to be approximately =. mm (1 mm in prototype scale) according to the permissible displacement for the prototype pile, and the keeping time for the maximum load was set to be 1 minutes in accordance with the criteria of loading test for piles specified by the Japanese Geotechnical Society (193). Calculation of the coefficient of static subgrade reaction using Winkler's spring model From the results of the static horizontal loading test, the relationships between horizontal load, distribution of the horizontal pile displacement and the longitudinal bending moment distribution of the pile were obtained. The coefficient of static horizontal subgrade reaction (K h1 ) was back calculated using Winkler's spring model based on the elasticity theory. The reference horizontal displacement of the pile at the ground surface for the back analysis was set to be equivalent to 1% of the pile diameter according to the Specifications for Highway Bridges. The calculated are shown in TABLE 3. As an example, the relationships between horizontal load, distribution of the horizontal pile displacement and the longitudinal bending moment distribution of the pile for CASE1 ( clay ground) is shown in FIGURE 3. TABLE 3. STATIC COEFFICIENT OF SUBGRADE REACTION K h1. CASE1 CASE CASE3 CASE CASE Moisture content W (%) Pre-consolidation surcharge p (kn/m ) - K h1 (kn/m ) Distance from bearing layer (m) 1 Distance from bearing layer (m) 1 Distance from bearing layer (m) 1 Kh (kn/m ) Fitted curve Experime ntal Value Pile displacement (m) Fitted curve Experimental Value - Bending moment M(kN m) FIGURE 3. RELATIONSHIP BETWEEN K h1, DISTRIBUTION OF HORIZONTAL PILE DISPLACEMENT AND BENDING MOMENT OF THE PILE (CASE1). Calculation of the coefficient of static subgrade reaction using p-δ curve method

5 FIGURE and illustrate the relationship between the subgrade reaction p and relative displacement of the pile and ground for all the test cases. Based on these relationships, the coefficients of static subgrade reaction (K h ) for different type of ground and different depth of the pile were calculated as shown in TABLE and FIGURE. Chang's method (Chang, 1937) is usually adopted for estimating the horizontal resistance of pile foundation, in which the coefficients of subgrade reaction are supposed to be uniformly distributed. It was revealed that the distribution of K h along the pile length was not uniform for different ground condition. pile ground interaction p(kn/m) - - displacement (m) Distance from pile head (m) Distance from pile head (m) 1 1 CASE1() CASE1() 1 CASE(y soil w=) CASE3(y soil w=1) 1 CASE(y soil w=) 1 1 CASE3(y soil w=1) 1 FIGURE. DISTRIBUTIONS OF p AND δ FOR CASE1, AND 3. 1 pile ground interaction p(kn/m) - - displacement (m) Distance from pile head (m) 1 CASE3(w=1 q=) Distance from pile head (m) CASE(w=1 q=) CASE(w=1 q=) 1 1 CASE3(w=1 q=) CASE(w=1 q=) CASE(w=1 q=) 1 1 FIGURE. DISTRIBUTIONS OF p AND δ FOR CASE3, AND. TABLE. STATIC COEFFICIENTS OF SUBGRADE REACTION K h.

6 CASE1 CASE CASE3 CASE CASE Moisture content W (%) Pre-consolidation surcharge p (kn/m ) - GL-.m K h (kn/m ) Kh (kn/m) CASE1() Kh (kn/m) CASE3(w=1 q=) 1 CASE(y soil w=) 1 CASE(w=1 q=) CASE3(y soil w=1) CASE(w=1 q=) 3 3 Distance from pile head (m) GL-. GL-3. Distance from pile head (m) GL-. GL FIGURE. DISTRIBUTION OF K h ALONG THE PILE LENGTH. DYNAMIC HORIZONTAL SUBGRADE REACTION Method used for calculation of the coefficient of dynamic subgrade reaction In the current Specifications for Highway Bridges, the determination of the coefficient of dynamic subgrade reaction is by means of determining a correction factor for predicting the ground stiffness relative to the coefficient of static subgrade reaction. In this study, the following methods: (a) p-δ curve method; and (b) eigenvalue analysis, were adopted for calculating the coefficients of dynamic subgrade reaction. The correction factors which were determined on the basis of the above mentioned methods are discussed by comparing with the coefficient of static subgrade reaction. The relative displacement of pile and ground and the dynamic subgrade reaction p for calculation of the coefficient of dynamic subgrade reaction were supposed to change with the nature frequency of the pile foundation. Thus, as a method for calculating the coefficient of dynamic subgrade reaction, analysis was conducted at the natural frequency of the pile foundation, for which the relative displacement of pile and ground appears to be the most remarkable state. Then the coefficients of both dynamic and static subgrade reaction were compared with each other. FIGURE 7 illustrates the transfer functions of the pile foundation, which were obtained by the curve fitting of the peak Fourier spectrum for

7 shaking tests using sine waves with different frequency. The natural frequencies of the pile foundation for different test case are shown in TABLE. response acceleration spectrum response acceleration spectrum response acceleration spectrum response acceleration spectrum 1 CASE1 ACC17/ACC ACC1/ACC CASE ACC17/ACC ACC1/ACC CASE3 ACC17/ACC ACC1/ACC CASE ACC17/ACC ACC1/ACC.1 1 response acceleration spectrum 1 CASE ACC17/ACC ACC1/ACC.1 1 FIGURE 7. TRANSFER FUNCTIONS OF THE PILE FOUNDATIONS. TABLE. NATURAL FREQUENCIES OF THE PILE FOUNDATIONS. CASE1 CASE CASE3 CASE CASE Moisture content W (%) Pre-consolidation surcharge p (kn/m ) - Natural frequency f p (Hz) Eigenvalue analysis method Numerous experimental and theoretical studies have been conducted focusing on dynamic interaction behavior between pile and ground, verification for such studies has

8 also been carried out using two- and three-dimensional FEM numerical analyses (e.g. Ogawa & Ogata, 1997). In this study, therefore, the coefficient of dynamic subgrade reaction was firstly evaluated using eigenvalue analysis (mode analysis with free vibration) by supposing that the shape of longitudinal distribution of the dynamic subgrade reaction is as same as that of static subgrade reaction. Through the model analysis, the natural frequency of the pile foundation can be obtained for a given subgrade reaction (FIGURE ). The coefficients of dynamic subgrade reaction (K he1 ) at the natural frequency of the pile foundation for the test cases were respectively determined from the relationships between the natural frequency of the pile foundation and the coefficient of dynamic subgrade reaction. The coefficients of dynamic subgrade reaction (K he1 ) obtained from the eigenvalue analyses for the test cases are shown in TABLE, together with the coefficients of static subgrade reaction (K h1 ) and the ratio of K he1 to K h1 (=correction factor ) CASE 1: CASE : y soil w= CASE 3: y soil w= CASE 3: y soil w=1 CASE : y soil w=1 q= CASE : y soil w=1 q= K he: Dynamic coefficient of subgrade reaction (kn/m ) K he: Dynamic coefficient of subgrade reaction (kn/m ) FIGURE. RELATIONSHIPS BETWEEN NATURAL FREQUENCY AND K he1. TABLE. COEFFICIENT OF DYNAMIC SUBGRADE REACTION K he1. CASE1 CASE CASE3 CASE CASE Moisture content W (%) Pre-consolidation surcharge p (kn/m ) - K he1 (kn/m ) K h1 (kn/m ) α =K he1 /K h p-δ analysis method As another method for calculating the coefficient of subgrade reaction through interaction between the pile and ground, a socalled p-δ method for determining the coefficient of dynamic subgrade reaction (K he ) was adopted. In this method, the coefficient of dynamic subgrade reaction K he is expressed as p/, where p is the dynamic subgrade reaction force to the pile, and is the relative displacement between pile and ground. The analysis was carried out under the condition that the interaction between pile and ground behaves elastically, since the shaking tests were performed at a low input acceleration level of around.g in prototype scale. The plasticizing of the pile and

9 ground was not taken into account in the calculation. Pile displacement p and subgrade reaction force p was calculated from the distribution of bending moment along the pile length by supposing that the pile is an elastic beam supported with Winkler's elastic springs. The distribution of bending moment was determined by a curve fitting for the measured bending strains of the pile. The functions used for curve fitting were approximated with the polynomials of an 11thfunction. The displacement of the pile p was calculated by integrating twice the fitted curve and considering the boundary conditions of the pile, while the subgrade reaction p was predicted by differentiating twice the fitted curve. The boundary conditions of the pile for determining the indefinite constants generated from the integration, were taken as that the deflection angle and displacement at the fixed lower end were supposed to be zero. Displacement in the ground g during shaking was calculated by the secondorder Fourier integration of ground acceleration measured. To ignore the noise mixed in the measured data, band filter processing was carried out for the measured acceleration prior to integration. Relative displacement between pile and ground was finally calculated from p and g. FIGURE 9 illustrates the flowchart of calculations mentioned above. FIGURE to 1 show the relationship of subgrade reaction force p and relative displacement between pile and ground at different depth for all the test cases. Unique data with different trend to the others was found at the point of of CASE, this was considered as caused by the curve fitting and also the measured ground acceleration at this point. The coefficients of dynamic subgrade reaction (K he ) calculated for the points of GL-.m and, which the dynamic behavior of the pile foundation is supposed to be strongly affected, are shown in TABLE 7. It is clear that the K he changes with not only the ground conditions but also the depth of the ground. Fourier spectrum of acceleration Band filter processing Measured strain Bending moment curve fitting Integration for ground displacement calculation Ground displacement δ g Integration processing Pile diplacement δ g Differentiat ion processing Subgrade reaction p Relative diplacement δ K he =p/δ FIGURE 9. FLOWCHART OF p-δ METHOD.

10 Ground reaction P(kN/m) 3 GL-.m - - GL-.m -3 - GL-.m GL-.m Ground reaction P(kN/m) GL-.m GL-.m GL-.m GL-.m Relative displacement between pile and ground δr(m) FIGURE. RELATIONSHIP BETWEEN p AND δ FOR CASE1. Relative displacement between pile and ground δr(m) FIGURE 13. RELATIONSHIP BETWEEN p AND δ FOR CASE. 3 3 Ground reaction P(kN/m) GL-.m GL-.m GL-.m Ground reaction P(kN/m) GL-.m GL-.m GL-.m - GL-.m - GL-.m Relative displacement between pile and ground δr(m) FIGURE 11. RELATIONSHIP BETWEEN p AND δ FOR CASE Relative displacement between pile and ground δr(m) FIGURE 1. RELATIONSHIP BETWEEN p AND δ FOR CASE. 3 Ground reaction P(kN/m) GL-.m GL-.m GL-.m GL-.m Relative displacement between pile and ground δr(m) FIGURE 1. RELATIONSHIP BETWEEN p AND δ FOR CASE3.

11 TABLE 7. COEFFICIENT OF DYNAMIC SUBGRADE REACTION K he. CASE1 CASE CASE3 CASE CASE Moisture content W (%) Pre-consolidation surcharge p (kn/m ) - GL-.m K he (kn/m ) DISCUSSION Comparison between K he and K h TABLE illustrates the results of the coefficients of both dynamic and static subgrade reaction calculated for all the test cases together with the correction factor. It is clear that the coefficients of both dynamic and static subgrade reaction drawn from this study do not agree with that prescribed in the Specifications for Highway Bridges. The changes in K he and K h along the depth of the ground, which have not been specified in the Specification, should also be considered for the seismic design of the pile foundation. TABLE. COMPARISON BETWEEN K he AND K h. CASE1 CASE CASE3 CASE CASE Moisture content W (%) Pre-consolidation surcharge p (kn/m ) K he1 (kn/m ) K h1 (kn/m ) α =K he1 /K h1 K he (kn/m ) K h (kn/m ) α =K he /K h Effect of moisture content of peaty ground GL-.m GL-.m GL-.m TABLE 9 illustrates the test results of the case where the moisture content of the peaty ground was changed from 1% to %. The unit weight was higher when W = % than that when W = 1%. No significant differences were, however, observed in these two test cases.

12 TABLE 9. TEST RESULTS OF THE CASE WITH DIFFERENT MOISTURE CONTENT. CASE CASE3 Moisture content W (%) 1 Unit weight γ t (kn/m 3 ) Natural frequency f p (Hz).. K he1 (kn/m ) 93 3 K h1 (kn/m ) Effect of pre-consolidation surcharge of peaty ground TABLE illustrates the results of the case where pre-consolidation surcharge p was changed to, and kn/m. The static and dynamic coefficients of subgrade reaction of the piles tended to increase with the increase of p. Effects were insignificant, however, and improvements in the coefficient of subgrade reaction could not be expected from the pre-consolidation surcharge on peaty ground. TABLE. TEST RESULTS OF THE CASES WITH DIFFERENT PRE-CONSOLIDATION SURCHARGE. CASE3 CASE CASE (W =11%) Pre-consolidation surcharge p (kn/m ) Unit weight γ t (kn/m 3 ) Natural frequency f p (Hz)... K he1 (kn/m ) K h1 (kn/m ) 3 37 CONCLUSIONS On the basis of the test results, the following findings were obtained concerning the characteristics of dynamic horizontal subgrade reaction of the pile foundations constructed in the peaty ground: (1) Through a series of dynamic centrifuge model tests, the fundamental dynamic behavior of pile and ground were clarified for different ground condition. () The coefficient of dynamic subgrade reaction was dependent on the natural frequency of the pile foundation, and the value calculated using the eigenvalue analysis method (K he1 ) exhibits different relationships depending on the vibration mode of the ground and the natural frequency of pile in different ground condition. (3) The coefficient of subgrade reactions calculated using p-δ method (K he ) changes with not only ground condition but also the depth of the ground. Such characteristics of the coefficients of both dynamic and static subgrade reaction drawn from this study do not agree with that prescribed in the current design specification. The data

13 obtained from this study should be the useful information for future studies. () Tests were carried out by changing the moisture content and pre-consolidation surcharge for peaty ground, no significant differences in coefficients of subgrade reaction were found under the test conditions. References Chang, Y.L Discussion on "Lateral Pile-Loading Tests" by LB Feagin, Transaction of ASCE, Vol., pp Japan Road Association.. Specifications for Highway Bridges - Part V. Seismic Design (in Japanese): pp. -1. Japan Road Association. Japanese Geotechnical Society Horizontal Loading Test Method for Piles and Instruction Manual (in Japanese): Japanese Geotechnical Society. Ogawa, A. & Ogata, T Verification of Earthquake Resistance by Dynamic Analysis, Substructure (in Japanese): vol., No. 3. Tomisawa, K. Nishikawa, J. & Saito, Y. 1. Dynamic Horizontal Subgrade Reaction of Pile by Dynamic Centrifuge Model Test (in Japanese). Proceedings for th Annual Meeting of Japan Society of Civil Engineers (JSCE).

Volcanic Ash 2 OUTLINE OF THE EXPERIMENTS 3 STATIC HORIZONTAL LOADING TEST (50 G)

Volcanic Ash 2 OUTLINE OF THE EXPERIMENTS 3 STATIC HORIZONTAL LOADING TEST (50 G) Experimental Study on Characteristics of Horizontal Dynamic Subgrade Reaction Using a Single-Pile Model Estudio Experimental sobre las Caracteristicas de la Reaccion Dinamica Horizontal de la Subrasante

More information

Experimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground

Experimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground Experimental Study on The Seismic Assessment of Pile Foundation in Volcanic Ash Ground Takuya EGAWA, Satoshi NISHIMOTO & Koichi TOMISAWA Civil Engineering Research Institute for Cold Region, Public Works

More information

THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS

THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS THE STRUCTURAL DESIGN OF PILE FOUNDATIONS BASED ON LRFD FOR JAPANESE HIGHWAYS Hideaki Nishida 1,Toshiaki Nanazawa 2, Masahiro Shirato 3, Tetsuya Kohno 4, and Mitsuaki Kitaura 5 Abstract One of the motivations

More information

EVALUATION OF BENDING LOAD IN BATTER PILES SET IN SOFT CLAY

EVALUATION OF BENDING LOAD IN BATTER PILES SET IN SOFT CLAY EVALUATION OF BENDING LOAD IN BATTER PILES SET IN SOFT CLAY Tetsuya KOHNO 1, Hiroyuki TANAKA 2, Masahiro SHIRATO 3 and Shoichi NAKATANI 4 Abstract In this study, we conducted centrifuge tests to evaluate

More information

REPRODUCTION OF A LARGE-SCALE 1G TEST ON UNSATURATED SAND DEPOSITS AND PILE FOUNDATIONS USING CENTRIFUGE MODELING

REPRODUCTION OF A LARGE-SCALE 1G TEST ON UNSATURATED SAND DEPOSITS AND PILE FOUNDATIONS USING CENTRIFUGE MODELING REPRODUCTION OF A LARGE-SCALE G TEST ON UNSATURATED SAND DEPOSITS AND PILE FOUNDATIONS USING CENTRIFUGE MODELING 293 Masayoshi SATO, Takaaki KAGAWA 2 And Chikahiro MINOWA 3 SUMMARY A dynamic centrifuge

More information

Pseudo-dynamic tests in centrifugal field for structure-foundation-soil systems

Pseudo-dynamic tests in centrifugal field for structure-foundation-soil systems Pseudo-dynamic tests in centrifugal field for structure-foundation-soil systems Yoshikazu Takahashi Kyoto University, Kyoto, Japan Masako Kodera Tokyo Electric Power Company, Kawasaki, Japan SUMMARY: The

More information

REPRODUCTION BY DYNAMIC CENTRIFUGE MODELING FOR E-DEFENSE LARGE-SCALE SOIL STRUCTURE INTERACTION TESTS

REPRODUCTION BY DYNAMIC CENTRIFUGE MODELING FOR E-DEFENSE LARGE-SCALE SOIL STRUCTURE INTERACTION TESTS Paper No. RDCSA REPRODUCTION BY DYNAMIC CENTRIFUGE MODELING FOR E-DEFENSE LARGE-SCALE SOIL STRUCTURE INTERACTION TESTS Masayoshi SATO 1, Kentaro TABATA 2, Akio ABE 3 ABSTRACT In order to establish experimental

More information

Evaluation of dynamic behavior of culverts and embankments through centrifuge model tests and a numerical analysis

Evaluation of dynamic behavior of culverts and embankments through centrifuge model tests and a numerical analysis Computer Methods and Recent Advances in Geomechanics Oka, Murakami, Uzuoka & Kimoto (Eds.) 2015 Taylor & Francis Group, London, ISBN 978-1-138-00148-0 Evaluation of dynamic behavior of culverts and embankments

More information

DYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART TWO : BEHAVIOR OF STRUCTURE AND GROUND DURING EXTREME EARTHQUAKE CONDITIONS

DYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART TWO : BEHAVIOR OF STRUCTURE AND GROUND DURING EXTREME EARTHQUAKE CONDITIONS DYNAMIC CENTRIFUGE TEST OF PILE FOUNDATION STRUCTURE PART TWO : BEHAVIOR OF STRUCTURE AND GROUND DURING EXTREME EARTHQUAKE CONDITIONS Ryouichi BABASAKI 1, Katsuo TOGASHI 2, Satoru NAKAFUSA 3, Toshio HASHIBA

More information

HORIZONTAL LOAD DISTRIBUTION WITHIN PILE GROUP IN LIQUEFIED GROUND

HORIZONTAL LOAD DISTRIBUTION WITHIN PILE GROUP IN LIQUEFIED GROUND 4 th International Conference on Earthquake Geotechnical Engineering June 2-28, 7 Paper No. 127 HORIZONTAL LOAD DISTRIBUTION WITHIN PILE GROUP IN LIQUEFIED GROUND Hiroko SUZUKI 1 and Kohji TOKIMATSU 2

More information

Author(s) Sawamura, Yasuo; Kishida, Kiyoshi;

Author(s) Sawamura, Yasuo; Kishida, Kiyoshi; Title Experimental study on seismic resis precast arch culvert using strong e Author(s) Sawamura, Yasuo; Kishida, Kiyoshi; Citation Japanese Geotechnical Society Speci 2(48): 1684-1687 Issue Date 216-1-29

More information

DYNAMIC PROPERTIES OF STRUCTURE-PILE SYSTEM USING MOCK-UP MODEL

DYNAMIC PROPERTIES OF STRUCTURE-PILE SYSTEM USING MOCK-UP MODEL DYNAMIC ROERTIES OF STRUCTURE-ILE SYSTEM USING MOCK-U MODEL Jun-ichi SUZUMURA 1, Hiroshi ASEGA, Toshiaki ARAI, Masataka NAKAMURA 4, Kazufumi HANADA, Hiroo SHIOJIRI 6 And Akira KASAHARA 7 SUMMARY The dynamic

More information

Back-Calculation of Winkler Foundation Parameters for Dynamic Analysis of Piles from Field Test Data

Back-Calculation of Winkler Foundation Parameters for Dynamic Analysis of Piles from Field Test Data Back-Calculation of Winkler Foundation Parameters for Dynamic Analysis of Piles from Field Test Data ABSTRACT A. (Rajah) Anandarajah, Jigang Zhang and G. Gnanaranjan Department of Civil Engineering Johns

More information

Numerical simulation of inclined piles in liquefiable soils

Numerical simulation of inclined piles in liquefiable soils Proc. 20 th NZGS Geotechnical Symposium. Eds. GJ Alexander & CY Chin, Napier Y Wang & R P Orense Department of Civil and Environmental Engineering, University of Auckland, NZ. ywan833@aucklanduni.ac.nz

More information

Gapping effects on the lateral stiffness of piles in cohesive soil

Gapping effects on the lateral stiffness of piles in cohesive soil Gapping effects on the lateral stiffness of piles in cohesive soil Satyawan Pranjoto Engineering Geology, Auckland, New Zealand. M. J. Pender Department of Civil and Environmental Engineering, University

More information

GEOTECHNICAL CRITERION FOR SERVICEABILITY LIMIT STATE OF HORIZONTALLY-LOADED DEEP FOUNDATIONS

GEOTECHNICAL CRITERION FOR SERVICEABILITY LIMIT STATE OF HORIZONTALLY-LOADED DEEP FOUNDATIONS Abstract GEOTECHNICAL CITEION FO SEVICEABILITY LIMIT STATE OF HOIZONTALLY-LOADED DEEP FOUNDATIONS Masahiro Shirato 1, Shoichi Nakatani 2, Kenji Matsui 3, and Takashi Nakaura 4 This paper presents a first

More information

A STUDY ON PERMANENT DISPLACEMENT OF EXPRESSWAY EMBANKMENT DURING LARGE-SCALE EARTHQUAKES THROUGH DYNAMIC CENTRIFUGE MODEL TESTS

A STUDY ON PERMANENT DISPLACEMENT OF EXPRESSWAY EMBANKMENT DURING LARGE-SCALE EARTHQUAKES THROUGH DYNAMIC CENTRIFUGE MODEL TESTS 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 1433 A STUDY ON PERMANENT DISPLACEMENT OF EXPRESSWAY EMBANKMENT DURING LARGE-SCALE EARTHQUAKES THROUGH

More information

Pile Foundation Bearing Capacity Characteristics of Volcanic Ash in Hokkaido, Japan

Pile Foundation Bearing Capacity Characteristics of Volcanic Ash in Hokkaido, Japan Pile Foundation Bearing Capacity Characteristics of Volcanic Ash in Hokkaido, Japan Kouiti TOMISAWA, Jun ichi NISHIKAWA Civil Engineering Research Institute of Hokkaido(CERI), Sapporo,Japan Abstract Since

More information

Model tests and FE-modelling of dynamic soil-structure interaction

Model tests and FE-modelling of dynamic soil-structure interaction Shock and Vibration 19 (2012) 1061 1069 1061 DOI 10.3233/SAV-2012-0712 IOS Press Model tests and FE-modelling of dynamic soil-structure interaction N. Kodama a, * and K. Komiya b a Waseda Institute for

More information

Numerical Modelling of Dynamic Earth Force Transmission to Underground Structures

Numerical Modelling of Dynamic Earth Force Transmission to Underground Structures Numerical Modelling of Dynamic Earth Force Transmission to Underground Structures N. Kodama Waseda Institute for Advanced Study, Waseda University, Japan K. Komiya Chiba Institute of Technology, Japan

More information

Analysis of the horizontal bearing capacity of a single pile

Analysis of the horizontal bearing capacity of a single pile Engineering manual No. 16 Updated: 07/2018 Analysis of the horizontal bearing capacity of a single pile Program: Soubor: Pile Demo_manual_16.gpi The objective of this engineering manual is to explain how

More information

EXAMPLE OF PILED FOUNDATIONS

EXAMPLE OF PILED FOUNDATIONS EXAMPLE OF PILED FOUNDATIONS The example developed below is intended to illustrate the various steps involved in the determination of the seismic forces developed in piles during earthquake shaking. The

More information

Determination of Dynamic p-y Curves for Pile Foundations Under Seismic Loading

Determination of Dynamic p-y Curves for Pile Foundations Under Seismic Loading Determination of Dynamic p-y Curves for Pile Foundations Under Seismic Loading A. Rahmani, M. Taiebat, W.D. L. Finn, and C. E. Ventura Department of Civil Engineering, University of British Columbia, Vancouver,

More information

Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition

Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition ABSTRACT: Soil-Structure Interaction in Nonlinear Pushover Analysis of Frame RC Structures: Nonhomogeneous Soil Condition G. Dok ve O. Kırtel Res. Assist., Department of Civil Engineering, Sakarya University,

More information

MECHANISM OF EARTH PRESSURE AND SIDEWALL FRICTION ACTING ON AN EMBEDDED FOOTING IN DRY SAND BASED ON CENTRIFUGE TESTING

MECHANISM OF EARTH PRESSURE AND SIDEWALL FRICTION ACTING ON AN EMBEDDED FOOTING IN DRY SAND BASED ON CENTRIFUGE TESTING October 12-17, 28, eijing, hina MEHNISM OF ERTH RESSURE N SIEWLL FRITION TING ON N EMEE FOOTING IN RY SN SE ON ENTRIFUGE TESTING Shuji Tamura 1, Tadashi Sakamoto 2, Takenori Hida 3 and Nobuhiro Maeda 4

More information

Evaluation of short piles bearing capacity subjected to lateral loading in sandy soil

Evaluation of short piles bearing capacity subjected to lateral loading in sandy soil Evaluation of short piles bearing capacity subjected to lateral loading in sandy soil [Jafar Bolouri Bazaz, Javad Keshavarz] Abstract Almost all types of piles are subjected to lateral loads. In many cases,

More information

Centrifuge Shaking Table Tests and FEM Analyses of RC Pile Foundation and Underground Structure

Centrifuge Shaking Table Tests and FEM Analyses of RC Pile Foundation and Underground Structure Centrifuge Shaking Table s and FEM Analyses of RC Pile Foundation and Underground Structure Kenji Yonezawa Obayashi Corporation, Tokyo, Japan. Takuya Anabuki Obayashi Corporation, Tokyo, Japan. Shunichi

More information

NON-LINEAR ANALYSIS OF SOIL-PILE-STRUCTURE INTERACTION UNDER SEISMIC LOADS

NON-LINEAR ANALYSIS OF SOIL-PILE-STRUCTURE INTERACTION UNDER SEISMIC LOADS NON-LINEAR ANALYSIS OF SOIL-PILE-STRUCTURE INTERACTION UNDER SEISMIC LOADS Yingcai Han 1 and Shin-Tower Wang 2 1 Fluor Canada Ltd., Calgary AB, Canada Email: yingcai.han@fluor.com 2 Ensoft, Inc. Austin,

More information

Seismic Behavior of Batter Pile Foundation: Kinematic Response

Seismic Behavior of Batter Pile Foundation: Kinematic Response Missouri University of Science and Technology Scholars' Mine International Conferences on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics 21 - Fifth International Conference on

More information

A study on the bearing capacity of steel pipe piles with tapered tips

A study on the bearing capacity of steel pipe piles with tapered tips Japanese Geotechnical Society Special Publication The 6th Japan-China Geotechnical Symposium A study on the bearing capacity of steel pipe piles with tapered tips Hironobu Matsumiya i), Yoshiro Ishihama

More information

Experimental Study of Seismic Soil-Structure Interaction by using Large Geotechnical Centrifuge System

Experimental Study of Seismic Soil-Structure Interaction by using Large Geotechnical Centrifuge System October 12-17, 28, Beijing, China Experimental Study of Seismic Soil-Structure Interaction by using Large Geotechnical Centrifuge System T. Kawasato 1, T. Okutani 1, T. Ishikawa 1, T. Fujimori 2, and M.

More information

Seismic Response Analysis of Structure Supported by Piles Subjected to Very Large Earthquake Based on 3D-FEM

Seismic Response Analysis of Structure Supported by Piles Subjected to Very Large Earthquake Based on 3D-FEM Seismic Response Analysis of Structure Supported by Piles Subjected to Very Large Earthquake Based on 3D-FEM *Hisatoshi Kashiwa 1) and Yuji Miyamoto 2) 1), 2) Dept. of Architectural Engineering Division

More information

Dynamic Response of EPS Blocks /soil Sandwiched Wall/embankment

Dynamic Response of EPS Blocks /soil Sandwiched Wall/embankment Proc. of Second China-Japan Joint Symposium on Recent Development of Theory and Practice in Geotechnology, Hong Kong, China Dynamic Response of EPS Blocks /soil Sandwiched Wall/embankment J. C. Chai 1

More information

Special edition paper

Special edition paper Development of New Aseismatic Structure Using Escalators Kazunori Sasaki* Atsushi Hayashi* Hajime Yoshida** Toru Masuda* Aseismatic reinforcement work is often carried out in parallel with improvement

More information

DEVELOPMENT OF A REAL-TIME HYBRID EXPERIMENTAL SYSTEM USING A SHAKING TABLE

DEVELOPMENT OF A REAL-TIME HYBRID EXPERIMENTAL SYSTEM USING A SHAKING TABLE DEVELOPMENT OF A REAL-TIME HYBRID EXPERIMENTAL SYSTEM USING A SHAKING TABLE Toshihiko HORIUCHI, Masahiko INOUE And Takao KONNO 3 SUMMARY A hybrid experimental method, in which an actuator-excited vibration

More information

Experimental setup and Instrumentation

Experimental setup and Instrumentation Civil Engineering Dimension, Vol. 16, No. 1, March 2014, 8-17 ISSN 1410-9530 print / ISSN 1979-570X online CED 2013, 16(1), DOI: 10.9744/CED.16.1.8-17 Effect of Rigidity of Plinth Beam on Soil Interaction

More information

ANALYSES OF SOIL-STRUCTURE INTERACTION BASED ON VERTICAL LOAD TESTS OF DISPLACEMENT PILES

ANALYSES OF SOIL-STRUCTURE INTERACTION BASED ON VERTICAL LOAD TESTS OF DISPLACEMENT PILES Technical Sciences 18(4), 2015, 261 270 ANALYSES OF SOIL-STRUCTURE INTERACTION BASED ON VERTICAL LOAD TESTS OF DISPLACEMENT PILES Department of Geotechnical engineering Vilnius Gediminas Technical University

More information

EFFECT OF SOIL TYPE LOCATION ON THE LATERALLY LOADED SINGLE PILE

EFFECT OF SOIL TYPE LOCATION ON THE LATERALLY LOADED SINGLE PILE International Journal of Civil Engineering and Technology (IJCIET) Volume 9, Issue 12, December 2018, pp. 1196 1205, Article ID: IJCIET_09_12 122 Available online at http://www.ia aeme.com/ijciet/issues.asp?jtype=ijciet&vtype=

More information

Effect of cyclic loading on shear modulus of peat

Effect of cyclic loading on shear modulus of peat 6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Effect of cyclic loading on shear modulus of peat Masahiko Yamaki 1, Takahiro Yamanashi

More information

Seismic design of bridges

Seismic design of bridges NATIONAL TECHNICAL UNIVERSITY OF ATHENS LABORATORY FOR EARTHQUAKE ENGINEERING Seismic design of bridges Lecture 3 Ioannis N. Psycharis Capacity design Purpose To design structures of ductile behaviour

More information

Dynamic analysis of a reinforced concrete shear wall with strain rate effect. Synopsis. Introduction

Dynamic analysis of a reinforced concrete shear wall with strain rate effect. Synopsis. Introduction Dynamic analysis of a reinforced concrete shear wall with strain rate effect Synopsis A simplified analysis method for a reinforced concrete shear wall structure considering strain rate effects is presented.

More information

PILE FOUNDATION RESPONSE DUE TO SOIL LATERAL SPREADING DURING HYOGO-KEN NANBU EARTHQUAKE

PILE FOUNDATION RESPONSE DUE TO SOIL LATERAL SPREADING DURING HYOGO-KEN NANBU EARTHQUAKE PILE FOUNDATION RESPONSE DUE TO SOIL LATERAL SPREADING DURING HYOGO-KEN NANBU EARTHQUAKE Kohji KOYAMADA, Yuji MIYAMOTO and Yuji SAKO Kobori Research Complex, Kajima Corporation, Tokyo, Japan Email: koyamada@krc.kajima.co.jp

More information

DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION

DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION October 1-17,, Beijing, China DYNAMIC ANALYSIS OF PILES IN SAND BASED ON SOIL-PILE INTERACTION Mohammad M. Ahmadi 1 and Mahdi Ehsani 1 Assistant Professor, Dept. of Civil Engineering, Geotechnical Group,

More information

Dynamic Earth Pressure Problems and Retaining Walls. Behavior of Retaining Walls During Earthquakes. Soil Dynamics week # 12

Dynamic Earth Pressure Problems and Retaining Walls. Behavior of Retaining Walls During Earthquakes. Soil Dynamics week # 12 Dynamic Earth Pressure Problems and Retaining Walls 1/15 Behavior of Retaining Walls During Earthquakes - Permanent displacement = cc ' 2 2 due to one cycle of ground motion 2/15 Hence, questions are :

More information

Junya Yazawa 1 Seiya Shimada 2 and Takumi Ito 3 ABSTRACT 1. INTRODUCTION

Junya Yazawa 1 Seiya Shimada 2 and Takumi Ito 3 ABSTRACT 1. INTRODUCTION PREDICTIVE METHOD OF INELASTIC RESPONSE AND RESIDUAL DEFORMATION OF STEEL FRAME USING SEMI-RIGID CONNECTIONS WITH SELF-RETURNING RESTORING FORCE CHARACTERISTICS Junya Yazawa 1 Seiya Shimada 2 and Takumi

More information

Study of Pile Interval of Landslide Restraint Piles by Centrifuge Test and FEM Analysis

Study of Pile Interval of Landslide Restraint Piles by Centrifuge Test and FEM Analysis Disaster Mitigation of Debris Flows, Slope Failures and Landslides 113 Study of Pile Interval of Landslide Restraint Piles by Centrifuge Test and FEM Analysis Yasuo Ishii, 1) Hisashi Tanaka, 1) Kazunori

More information

On The Ultimate Strength of RC Shear Wall under Multi-Axes Seismic Loading Condition

On The Ultimate Strength of RC Shear Wall under Multi-Axes Seismic Loading Condition On The Ultimate Strength of RC Shear Wall under Multi-Axes Seismic Loading Condition KITADA Yoshio JNES (Japan Nuclear Energy Safety Organization), Tokyo, Japan 0 BACKGROUND AND PURPOSES OF THE STUDY There

More information

Dynamic Response of Timber-Plywood Joints under Forced Harmonic Vibrations

Dynamic Response of Timber-Plywood Joints under Forced Harmonic Vibrations Dynamic Response of Timber-Plywood Joints under Forced Harmonic Vibrations Takeyoshi Uematsu Northern Regional Building Research Institute, Hokkaido Research Organization, Asahikawa, Japan. Takuro Hirai,

More information

A Sloping Surface Roller Bearing and its lateral Stiffness Measurement

A Sloping Surface Roller Bearing and its lateral Stiffness Measurement A Sloping Surface Roller Bearing and its lateral Stiffness Measurement George C. Lee 1 and Zach Liang Abstract In this paper the laboratory performance and advantages of a new roller-type seismic isolation

More information

Prof. Dr.-Ing. Martin Achmus Institute of Soil Mechanics, Foundation Engineering and Waterpower Engineering. Monopile design

Prof. Dr.-Ing. Martin Achmus Institute of Soil Mechanics, Foundation Engineering and Waterpower Engineering. Monopile design Prof. Dr.-Ing. Martin Achmus Institute of Soil Mechanics, Foundation Engineering and Waterpower Engineering Monopile design Addis Ababa, September 2010 Monopile design Presentation structure: Design proofs

More information

Effective stress analysis of pile foundations in liquefiable soil

Effective stress analysis of pile foundations in liquefiable soil Effective stress analysis of pile foundations in liquefiable soil H. J. Bowen, M. Cubrinovski University of Canterbury, Christchurch, New Zealand. M. E. Jacka Tonkin and Taylor Ltd., Christchurch, New

More information

PILE SOIL INTERACTION MOMENT AREA METHOD

PILE SOIL INTERACTION MOMENT AREA METHOD Pile IGC Soil 2009, Interaction Moment Guntur, INDIA Area Method PILE SOIL INTERACTION MOMENT AREA METHOD D.M. Dewaikar Professor, Department of Civil Engineering, IIT Bombay, Mumbai 400 076, India. E-mail:

More information

EARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE

EARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE EARTHQUAKE SIMULATION TESTS OF BRIDGE COLUMN MODELS DAMAGED DURING 1995 KOBE EARTHQUAKE J. Sakai 1, S. Unjoh 2 and H. Ukon 3 1 Senior Researcher, Center for Advanced Engineering Structural Assessment and

More information

KINEMATIC RESPONSE OF GROUPS WITH INCLINED PILES

KINEMATIC RESPONSE OF GROUPS WITH INCLINED PILES th International Conference on Earthquake Geotechnical Engineering June 5-8, 7 Paper No. 5 KINEMATIC RESPONSE OF GROUPS WITH INCLINED PILES Amalia GIANNAKOU, Nikos GEROLYMOS, and George GAZETAS 3 ABSTRACT

More information

DETAILED INVESTIGATION OF PILES DAMAGED BY HYOGOKEN NAMBU EARTHQUAKE

DETAILED INVESTIGATION OF PILES DAMAGED BY HYOGOKEN NAMBU EARTHQUAKE DETAILED INVESTIGATION OF PILES DAMAGED BY HYOGOKEN NAMBU EARTHQUAKE Kenichi HORIKOSHI 1, Akira TATEISHI 2 And Hiroyasu OHTSU 3 SUMMARY Since the 199 Hyogoken Nambu earthquake, a number of detailed investigations

More information

GATE SOLUTIONS E N G I N E E R I N G

GATE SOLUTIONS E N G I N E E R I N G GATE SOLUTIONS C I V I L E N G I N E E R I N G From (1987-018) Office : F-16, (Lower Basement), Katwaria Sarai, New Delhi-110016 Phone : 011-65064 Mobile : 81309090, 9711853908 E-mail: info@iesmasterpublications.com,

More information

Experimental Study on Damage Morphology and Critical State of Three-Hinge Precast Arch Culvert through Shaking Table Tests

Experimental Study on Damage Morphology and Critical State of Three-Hinge Precast Arch Culvert through Shaking Table Tests Procedia Engineering Volume 143, 216, Pages 522 529 Advances in Transportation Geotechnics 3. The 3rd International Conference on Transportation Geotechnics (ICTG 216) Experimental Study on Damage Morphology

More information

ANALYSIS OF LATERALLY LOADED FIXED HEADED SINGLE FLOATING PILE IN MULTILAYERED SOIL USING BEF APPROACH

ANALYSIS OF LATERALLY LOADED FIXED HEADED SINGLE FLOATING PILE IN MULTILAYERED SOIL USING BEF APPROACH INDIAN GEOTECHNICAL SOCIETY, KOLKATA CHAPTER GEOTECHNICS FOR INFRASTRUCTURE DEVELOPMENT KOLKATA 11 th 12 th March 2016, Kolkata, West Bengal, India ANALYSIS OF LATERALLY LOADED FIXED HEADED SINGLE FLOATING

More information

When can we rely on a pseudo-static approach for pile group seismic analysis?

When can we rely on a pseudo-static approach for pile group seismic analysis? 28-3 May 29, Near East University, Nicosia, North Cyprus When can we rely on a pseudo-static approach for pile group seismic analysis? H. Elahi, M. Moradi, A. Ghalandarzadeh School of civil engineering,

More information

Numerical Investigation of the Effect of Recent Load History on the Behaviour of Steel Piles under Horizontal Loading

Numerical Investigation of the Effect of Recent Load History on the Behaviour of Steel Piles under Horizontal Loading Numerical Investigation of the Effect of Recent Load History on the Behaviour of Steel Piles under Horizontal Loading K. Abdel-Rahman Dr.-Ing., Institute of Soil Mechanics, Foundation Engineering and Waterpower

More information

2D Liquefaction Analysis for Bridge Abutment

2D Liquefaction Analysis for Bridge Abutment D Liquefaction Analysis for Bridge Abutment Tutorial by Angel Francisco Martinez Integrated Solver Optimized for the next generation 64-bit platform Finite Element Solutions for Geotechnical Engineering

More information

Experiment Instructions. Deformation of Frames

Experiment Instructions. Deformation of Frames Experiment Instructions SE 0.20 Deformation of Frames Experiment Instructions This manual must be kept by the unit. Before operating the unit: - Read this manual. - All participants must be instructed

More information

Effect of lateral load on the pile s buckling instability in liquefied soil

Effect of lateral load on the pile s buckling instability in liquefied soil Effect of lateral load on the pile s buckling instability in liquefied soil Xiaoyu Zhang 1, Liang Tang 2, Xianzhang Ling 3 and Andrew H. C. Chan 4 1. Corresponding Author. Ph. D. Candidate, School of Civil

More information

Evaluation of Horizontal Displacement of Long Piles Subject to Lateral Loading in Sandy Soil

Evaluation of Horizontal Displacement of Long Piles Subject to Lateral Loading in Sandy Soil 195 ; ; ; Evaluation of Horizontal Displacement of Long Piles Subject to Lateral Loading in Sand Soil J Keshavarz J Bolouri Bazaz Abstract In man structures, the applied lateral loads are comparable with

More information

EQUIVALENT FRACTURE ENERGY CONCEPT FOR DYNAMIC RESPONSE ANALYSIS OF PROTOTYPE RC GIRDERS

EQUIVALENT FRACTURE ENERGY CONCEPT FOR DYNAMIC RESPONSE ANALYSIS OF PROTOTYPE RC GIRDERS EQUIVALENT FRACTURE ENERGY CONCEPT FOR DYNAMIC RESPONSE ANALYSIS OF PROTOTYPE RC GIRDERS Abdul Qadir Bhatti 1, Norimitsu Kishi 2 and Khaliq U Rehman Shad 3 1 Assistant Professor, Dept. of Structural Engineering,

More information

Liquefaction and Foundations

Liquefaction and Foundations Liquefaction and Foundations Amit Prashant Indian Institute of Technology Gandhinagar Short Course on Seismic Design of Reinforced Concrete Buildings 26 30 November, 2012 What is Liquefaction? Liquefaction

More information

Development of Spherical Sliding Bearing

Development of Spherical Sliding Bearing Technical Report NIPPON STEEL & SUMITOMO METAL TECHNICAL REPORT No. 115 JULY 2017 Development of Spherical Sliding Bearing UDC 624. 042. 7 : 62-531 Koji NISHIMOTO* Naoya WAKITA Hideji NAKAMURA Abstract

More information

DEVELOPMENT OF SEISMIC ISOLATION TABLE COMPOSED OF AN X-Y TABLE AND WIRE ROPE ISOLATORS

DEVELOPMENT OF SEISMIC ISOLATION TABLE COMPOSED OF AN X-Y TABLE AND WIRE ROPE ISOLATORS DEVELOPMENT OF SEISMIC ISOLATION TABLE COMPOSED OF AN X-Y TABLE AND WIRE ROPE ISOLATORS 7 Hirokazu SHIMODA, Norio NAGAI, Haruo SHIMOSAKA And Kenichiro OHMATA 4 SUMMARY In this study, a new type of isolation

More information

IZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT

IZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT Istanbul Bridge Conference August 11-13, 2014 Istanbul, Turkey IZMIT BAY BRIDGE SOUTH APPROACH VIADUCT: SEISMIC DESIGN NEXT TO THE NORTH ANATOLIAN FAULT A. Giannakou 1, J. Chacko 2 and W. Chen 3 ABSTRACT

More information

Finite Element analysis of Laterally Loaded Piles on Sloping Ground

Finite Element analysis of Laterally Loaded Piles on Sloping Ground Indian Geotechnical Journal, 41(3), 2011, 155-161 Technical Note Finite Element analysis of Laterally Loaded Piles on Sloping Ground K. Muthukkumaran 1 and N. Almas Begum 2 Key words Lateral load, finite

More information

SHAKING TABLE TEST FOR FRICTIONAL ISOLATED BRIDGES AND TRIBOLOGICAL NUMERICAL MODEL OF FRICTIONAL ISOLATOR

SHAKING TABLE TEST FOR FRICTIONAL ISOLATED BRIDGES AND TRIBOLOGICAL NUMERICAL MODEL OF FRICTIONAL ISOLATOR 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 1531 SHAKING TABLE TEST FOR FRICTIONAL ISOLATED BRIDGES AND TRIBOLOGICAL NUMERICAL MODEL OF FRICTIONAL

More information

INELASTIC RESPONSES OF LONG BRIDGES TO ASYNCHRONOUS SEISMIC INPUTS

INELASTIC RESPONSES OF LONG BRIDGES TO ASYNCHRONOUS SEISMIC INPUTS 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 24 Paper No. 638 INELASTIC RESPONSES OF LONG BRIDGES TO ASYNCHRONOUS SEISMIC INPUTS Jiachen WANG 1, Athol CARR 1, Nigel

More information

Dynamic Soil Pressures on Embedded Retaining Walls: Predictive Capacity Under Varying Loading Frequencies

Dynamic Soil Pressures on Embedded Retaining Walls: Predictive Capacity Under Varying Loading Frequencies 6 th International Conference on Earthquake Geotechnical Engineering 1-4 November 2015 Christchurch, New Zealand Dynamic Soil Pressures on Embedded Retaining Walls: Predictive Capacity Under Varying Loading

More information

Nonlinear pushover analysis for pile foundations

Nonlinear pushover analysis for pile foundations Proc. 18 th NZGS Geotechnical Symposium on Soil-Structure Interaction. Ed. CY Chin, Auckland Michael Pender Department of Civil and Environmental Engineering, University of Auckland Keywords: piles, lateral

More information

Static Pile Head Impedance using 3D Nonlinear FEM Analysis

Static Pile Head Impedance using 3D Nonlinear FEM Analysis Static Pile Head Impedance using 3D Nonlinear FEM Analysis Ichiro NAGASHIMA Technology Center, Taisei Corporation, 344-1 Nasecho, Totsuka-ku, Yokohama 245-51, Japan, ichiro.nagashima@sakura.taisei.co.jp

More information

1368. Seismic behavior of pile in liquefiable soil ground by centrifuge shaking table tests

1368. Seismic behavior of pile in liquefiable soil ground by centrifuge shaking table tests 1368. Seismic behavior of pile in liquefiable soil ground by centrifuge shaking table tests Wen-Yi Hung 1, Chung-Jung Lee 2, Wen-Ya Chung 3, Chen-Hui Tsai 4, Ting Chen 5, Chin-Cheng Huang 6, Yuan-Chieh

More information

Dynamic behavior of turbine foundation considering full interaction among facility, structure and soil

Dynamic behavior of turbine foundation considering full interaction among facility, structure and soil Dynamic behavior of turbine foundation considering full interaction among facility, structure and soil Fang Ming Scholl of Civil Engineering, Harbin Institute of Technology, China Wang Tao Institute of

More information

STIFFNESS AND DAMPING OF SOIL-PILE SYSTEM IN LIQUEFACTION PROCESS

STIFFNESS AND DAMPING OF SOIL-PILE SYSTEM IN LIQUEFACTION PROCESS th World Conference on Earthquake Engineering Vancouver, B.C., Canada August -6, 4 Paper No. 8 STIFFNESS AND DAMPING OF SOIL-PILE SYSTEM IN LIQUEFACTION PROCESS Hatsukazu MIZUNO and Tsutomu HIRADE SUMMARY

More information

PORE WATER PRESSURE GENERATION AND DISSIPATION NEAR TO PILE AND FAR-FIELD IN LIQUEFIABLE SOILS

PORE WATER PRESSURE GENERATION AND DISSIPATION NEAR TO PILE AND FAR-FIELD IN LIQUEFIABLE SOILS Int. J. of GEOMATE, Dec., 25, Vol. 9, No. 2 (Sl. No. 8), pp. 454-459 Geotech., Const. Mat. and Env., ISSN:286-2982(P), 286-299(O), Japan PORE WATER PRESSURE GENERATION AND DISSIPATION NEAR TO PILE AND

More information

Displacement of gravity retaining walls under seismic loading

Displacement of gravity retaining walls under seismic loading Displacement of gravity retaining walls under seismic loading M. Okamura, Y. Saito, K. Tamura Public Works Research Institute, Tsukuba-shi, 35-8516, Japan. O. Matsuo National Institute for Land and Infrastructure

More information

AN ANALYTICAL MODEL FOR DEFLECTION OF LATERALLY LOADED PILES

AN ANALYTICAL MODEL FOR DEFLECTION OF LATERALLY LOADED PILES Journal of Marine Science and Technology, Vol. 11, No. 3, pp. 149-154 (003) 149 AN ANAYTICA MODE FOR DEFECTION OF ATERAY OADED PIES Jen-Cheng iao* and San-Shyan in** Key words: pile, lateral load, inclinometer,

More information

3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading

3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading 3-D Numerical simulation of shake-table tests on piles subjected to lateral spreading M. Cubrinovski 1, H. Sugita 2, K. Tokimatsu 3, M. Sato 4, K. Ishihara 5, Y. Tsukamoto 5, T. Kamata 5 1 Department of

More information

Flexural Behavior of Laterally Loaded Tapered Piles in Cohesive Soils

Flexural Behavior of Laterally Loaded Tapered Piles in Cohesive Soils Open Journal of Civil Engineering, 5, 5, 9-38 Published Online March 5 in SciRes. http://www.scirp.org/journal/ojce http://dx.doi.org/.436/ojce.5.54 Flexural Behavior of Laterally Loaded Tapered Piles

More information

Clayey sand (SC)

Clayey sand (SC) Pile Bearing Capacity Analysis / Verification Input data Project Task : PROJECT: "NEW STEAM BOILER U-5190 Part : A-1 Descript. : The objective of this Analysis is the Pile allowable bearing Capacity Analysis

More information

INTI COLLEGE MALAYSIA

INTI COLLEGE MALAYSIA EGC373 (F) / Page 1 of 5 INTI COLLEGE MALAYSIA UK DEGREE TRANSFER PROGRAMME INTI ADELAIDE TRANSFER PROGRAMME EGC 373: FOUNDATION ENGINEERING FINAL EXAMINATION : AUGUST 00 SESSION This paper consists of

More information

Experimental Lab. Principles of Superposition

Experimental Lab. Principles of Superposition Experimental Lab Principles of Superposition Objective: The objective of this lab is to demonstrate and validate the principle of superposition using both an experimental lab and theory. For this lab you

More information

Application of p-y approach in analyzing pile foundations in frozen ground overlying liquefiable soils

Application of p-y approach in analyzing pile foundations in frozen ground overlying liquefiable soils http://www.scar.ac.cn Sciences in Cold and Arid Regions 2013, 5(4): 0368 0376 DOI: 10.3724/SP.J.1226.2013.00368 Application of p-y approach in analyzing pile foundations in frozen ground overlying liquefiable

More information

NUMERICAL EVALUATION FOR THE KEY DESIGN PARAMETERS THAT CAN CONTROL THE SEISMIC PERFORMANCE OF HIGHWAY BRIDGE PIER-SHALLOW FOUNDATION SYSTEMS

NUMERICAL EVALUATION FOR THE KEY DESIGN PARAMETERS THAT CAN CONTROL THE SEISMIC PERFORMANCE OF HIGHWAY BRIDGE PIER-SHALLOW FOUNDATION SYSTEMS NUMERICAL EVALUATION FOR THE KEY DESIGN PARAMETERS THAT CAN CONTROL THE SEISMIC PERFORMANCE OF HIGHWAY BRIDGE PIER-SHALLOW FOUNDATION SYSTEMS Abstract Masahiro Shirato 1, Tetsuya Kouno 2, and Shoichi Nakatani

More information

Characterizing Pile Foundations for Evaluation of Performance Based Seismic Design of Critical Lifeline Structures. W. D.

Characterizing Pile Foundations for Evaluation of Performance Based Seismic Design of Critical Lifeline Structures. W. D. 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 5002 Characterizing Pile Foundations for Evaluation of Performance Based Seismic Design of Critical Lifeline

More information

SEISMIC RESPONSE OF INDUSTRIAL STRUCTURES CONSIDERING SOIL-PILE-STRUCTURE INTERACTION

SEISMIC RESPONSE OF INDUSTRIAL STRUCTURES CONSIDERING SOIL-PILE-STRUCTURE INTERACTION 13 th World Conference on Earthquake Engineering Vancouver, B.C., Canada August 1-6, 2004 Paper No. 3129 SEISMIC RESPONSE OF INDUSTRIAL STRUCTURES CONSIDERING SOIL-PILE-STRUCTURE INTERACTION Yingcai Han

More information

PILE DESIGN IN LIQUEFYING SOIL

PILE DESIGN IN LIQUEFYING SOIL PILE DESIGN IN LIQUEFYING SOIL Vijay K. Puri 1 and Shamsher Prakash 2 1 Professor,Civil and Environmental Engineering, Southern Illinois University, Carbondale, USA 2 Professor Emeritus, Missouri University

More information

Investigation of Pile- Soil Interaction Subjected to Lateral Loads in Layered Soils

Investigation of Pile- Soil Interaction Subjected to Lateral Loads in Layered Soils American J. of Engineering and Applied Sciences (): 76-8, 008 ISSN 9-700 008 Science Publications Investigation of Pile- Soil Interaction Subjected to Lateral Loads in Layered Soils A. Avaei, Abdoul R.

More information

S Wang Beca Consultants, Wellington, NZ (formerly University of Auckland, NZ)

S Wang Beca Consultants, Wellington, NZ (formerly University of Auckland, NZ) Wang, S. & Orense, R.P. (2013) Proc. 19 th NZGS Geotechnical Symposium. Ed. CY Chin, Queenstown S Wang Beca Consultants, Wellington, NZ (formerly University of Auckland, NZ) Jackson.wang@beca.com R P Orense

More information

Implementation of Laterally Loaded Piles in Multi-Layer Soils

Implementation of Laterally Loaded Piles in Multi-Layer Soils Implementation of Laterally Loaded Piles in Multi-Layer Soils JTRP SPR- 3261 Final SAC meeting SAC members Mir Zaheer and Keith Hoernschemeyer Purdue University Introduction Analysis developed for the

More information

Piles in Lateral Spreading due to Liquefaction: A Physically Simplified Method Versus Centrifuge Experiments

Piles in Lateral Spreading due to Liquefaction: A Physically Simplified Method Versus Centrifuge Experiments "Pile-Group Response to Large Soil Displacements and Liquefaction: Centrifuge Experiments Versus A Physically Simplified Analysis", Journal of Geotechnical and Geoenvironmental Engineering, ASCE, Vol.

More information

Role of hysteretic damping in the earthquake response of ground

Role of hysteretic damping in the earthquake response of ground Earthquake Resistant Engineering Structures VIII 123 Role of hysteretic damping in the earthquake response of ground N. Yoshida Tohoku Gakuin University, Japan Abstract Parametric studies are carried out

More information

TABLE OF CONTENTS SECTION TITLE PAGE 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3

TABLE OF CONTENTS SECTION TITLE PAGE 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3 TABLE OF CONTENTS SECTION TITLE PAGE 1 INTRODUCTION 1 2 PRINCIPLES OF SEISMIC ISOLATION OF BRIDGES 3 3 ANALYSIS METHODS OF SEISMICALLY ISOLATED BRIDGES 5 3.1 Introduction 5 3.2 Loadings for the Analysis

More information

Combined Effect of Soil Structure Interaction and Infill Wall Stiffness on Building_- A Review

Combined Effect of Soil Structure Interaction and Infill Wall Stiffness on Building_- A Review Combined Effect of Soil Structure Interaction and Infill Wall Stiffness on Building_- A Review Prof. Wakchaure M. R a* a Dean & Asso. Professor, Dept.of Civil Engineering, Amrutvahini College of Engineering,

More information

Analysis of CMC-Supported Embankments Considering Soil Arching

Analysis of CMC-Supported Embankments Considering Soil Arching Analysis of CMC-Supported Embankments Considering Soil Arching Balaka Ghosh 1, Behzad Fatahi 2, Hadi Khabbaz 3, and A. H. M. Kamruzzaman 4 1 PhD Candidate, School of Civil and Environmental Engineering,

More information

EFFECTS OF VALLEY SHAPE ON SEISMIC RESPONSES OF FILL DAMS

EFFECTS OF VALLEY SHAPE ON SEISMIC RESPONSES OF FILL DAMS EFFECTS OF VALLEY SHAPE ON SEISMIC RESPONSES OF FILL DAMS Masukawa SUSUMU 1, Yasunaka MASAMI 2, Asano ISAMU 3 And Tagashira HIDEKAZU 4 SUMMARY The study of the seismic behavior during an earthquake and

More information